STAAD.Pro Help

T.1 Viewing the output file

During the analysis process, STAAD.Pro creates an Output file. This file provides important information on whether the analysis was performed properly.

For example, if STAAD.Pro encounters an instability problem during the analysis process, it will be reported in the output file.

Note: If you did not select to open the output file after running the analysis in the previous procedure, you can open it any time through the user interface. On the Utilities ribbon tab, select the Analysis Output tool in the View group.

Tip: By default, the output file contains a listing of the entire input also. You may choose not to print the echo of the input commands in the Output file. On the Analysis and Design ribbon tab, select the Miscellaneous Commands > Set Echo tool option from the menu bar and the select the Echo Off option in the Set Echo dialog.
                                                                  PAGE NO.    1
             ****************************************************        
             *                                                  *        
             *           STAAD.Pro CONNECT Edition              *        
             *           Version  22.04.00.**                   *        
             *           Proprietary Program of                 *        
             *           Bentley Systems, Inc.                  *        
             *           Date=    APR 21, 2020                  *        
             *           Time=    15:40: 4                      *        
             *                                                  *        
             *  Licensed to: Bentley Systems Inc                *        
             ****************************************************        
     1. STAAD PLANE PORTAL FRAME
INPUT FILE: Tutorial 1 - Steel Portal Frame.STD
     2. START JOB INFORMATION
     3. ENGINEER DATE 15-FEB-02
     4. END JOB INFORMATION
     5. INPUT WIDTH 79
     6. UNIT FEET KIP
     7. JOINT COORDINATES
     8. 1 0 0 0; 2 0 15 0; 3 20 15 0; 4 20 0 0
     9. MEMBER INCIDENCES
    10. 1 1 2; 2 2 3; 3 3 4
    11. MEMBER PROPERTY AMERICAN
    12. 1 3 TABLE ST W12X35
    13. 2 TABLE ST W14X34
    14. UNIT INCHES
    15. DEFINE MATERIAL START
    16. ISOTROPIC STEEL
    17. E 29000
    18. POISSON 0.3
    19. DENSITY 283E-006
    20. ALPHA 6E-006
    21. DAMP 0.03
    22. TYPE STEEL
    23. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
    24. END DEFINE MATERIAL
    25. CONSTANTS
    26. MATERIAL STEEL ALL
    27. MEMBER OFFSET
    28. 2 START 6 0 0
    29. 2 END -6 0 0
    30. PRINT MEMBER INFORMATION ALL
  MEMBER   INFORMAT ALL               
      PORTAL FRAME                                             -- PAGE NO.    2
   MEMBER INFORMATION
   ------------------
   MEMBER    START    END         LENGTH     BETA
             JOINT   JOINT        (INCH)     (DEG)     RELEASES
      1        1       2         180.000     0.00
      2        2       3         228.000     0.00
      3        3       4         180.000     0.00
   ************ END OF DATA FROM INTERNAL STORAGE ************
    31. SUPPORTS
    32. 1 FIXED
    33. 4 PINNED
    34. UNIT FEET KIP
    35. LOAD 1 DEAD + LIVE
    36. MEMBER LOAD
    37. 2 UNI GY -2.5
    38. LOAD 2 WIND FROM LEFT
    39. JOINT LOAD
    40. 2 FX 10
    41. LOAD COMB 3 75 PERCENT OF (DL+LL+WL)
    42. 1 0.75 2 0.75
    43. PERFORM ANALYSIS PRINT STATICS CHECK
            P R O B L E M   S T A T I S T I C S
            -----------------------------------
     NUMBER OF JOINTS          4  NUMBER OF MEMBERS       3
     NUMBER OF PLATES          0  NUMBER OF SOLIDS        0
     NUMBER OF SURFACES        0  NUMBER OF SUPPORTS      2
           Using 64-bit analysis engine.
           SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
   TOTAL      PRIMARY LOAD CASES =     2, TOTAL DEGREES OF FREEDOM =       7
   TOTAL LOAD COMBINATION  CASES =     1  SO FAR.
      PORTAL FRAME                                             -- PAGE NO.    3
          STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.     1
          DEAD + LIVE                                                 
           CENTER OF FORCE BASED ON Y FORCES ONLY (FEET).
         (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
                        X =  0.100000003E+02
                        Y =  0.150000004E+02
                        Z =  0.000000000E+00
 TOTAL APPLIED LOAD     1 
   ***TOTAL APPLIED LOAD ( KIP  FEET ) SUMMARY (LOADING     1 )
       SUMMATION FORCE-X =           0.00
       SUMMATION FORCE-Y =         -47.50
       SUMMATION FORCE-Z =           0.00
      SUMMATION OF MOMENTS AROUND THE ORIGIN-
      MX=           0.00  MY=           0.00  MZ=        -475.00
 TOTAL REACTION LOAD    1 
   ***TOTAL REACTION LOAD( KIP  FEET ) SUMMARY (LOADING     1 )
       SUMMATION FORCE-X =          -0.00
       SUMMATION FORCE-Y =          47.50
       SUMMATION FORCE-Z =           0.00
      SUMMATION OF MOMENTS AROUND THE ORIGIN-
      MX=           0.00  MY=           0.00  MZ=         475.00
   MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING      1)
             MAXIMUMS    AT NODE
      X =  1.82361E-01       2
      Y = -1.46578E-02       3
      Z =  0.00000E+00       0
      RX=  0.00000E+00       0
      RY=  0.00000E+00       0
      RZ= -4.82523E-03       2
          STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.     2
          WIND FROM LEFT                                              
           CENTER OF FORCE BASED ON X FORCES ONLY (FEET).
         (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
                        X =  0.000000000E+00
                        Y =  0.150000004E+02
                        Z =  0.000000000E+00
      PORTAL FRAME                                             -- PAGE NO.    4
 TOTAL APPLIED LOAD     2 
   ***TOTAL APPLIED LOAD ( KIP  FEET ) SUMMARY (LOADING     2 )
       SUMMATION FORCE-X =          10.00
       SUMMATION FORCE-Y =           0.00
       SUMMATION FORCE-Z =           0.00
      SUMMATION OF MOMENTS AROUND THE ORIGIN-
      MX=           0.00  MY=           0.00  MZ=        -150.00
 TOTAL REACTION LOAD    2 
   ***TOTAL REACTION LOAD( KIP  FEET ) SUMMARY (LOADING     2 )
       SUMMATION FORCE-X =         -10.00
       SUMMATION FORCE-Y =           0.00
       SUMMATION FORCE-Z =           0.00
      SUMMATION OF MOMENTS AROUND THE ORIGIN-
      MX=           0.00  MY=           0.00  MZ=         150.00
   MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING      2)
             MAXIMUMS    AT NODE
      X =  7.27292E-01       2
      Y =  2.47270E-03       2
      Z =  0.00000E+00       0
      RX=  0.00000E+00       0
      RY=  0.00000E+00       0
      RZ= -5.48837E-03       4
   ************ END OF DATA FROM INTERNAL STORAGE ************
    44. PRINT MEMBER FORCES ALL
  MEMBER   FORCES   ALL               
      PORTAL FRAME                                             -- PAGE NO.    5
   MEMBER END FORCES    STRUCTURE TYPE = PLANE
   -----------------
   ALL UNITS ARE -- KIP  FEET     (LOCAL )
  MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
      1    1     1     23.18     -3.99     0.00      0.00      0.00     -11.48
                 2    -23.18      3.99     0.00      0.00      0.00     -48.40
           2     1     -4.10      7.68     0.00      0.00      0.00      67.93
                 2      4.10     -7.68     0.00      0.00      0.00      47.32
           3     1     14.30      2.77     0.00      0.00      0.00      42.34
                 2    -14.30     -2.77     0.00      0.00      0.00      -0.81
      2    1     2      3.99     23.18     0.00      0.00      0.00      36.81
                 3     -3.99     24.32     0.00      0.00      0.00     -47.72
           2     2      2.32     -4.10     0.00      0.00      0.00     -45.27
                 3     -2.32      4.10     0.00      0.00      0.00     -32.69
           3     2      4.73     14.30     0.00      0.00      0.00      -6.34
                 3     -4.73     21.32     0.00      0.00      0.00     -60.31
      3    1     3     24.32      3.99     0.00      0.00      0.00      59.88
                 4    -24.32     -3.99     0.00      0.00      0.00       0.00
           2     3      4.10      2.32     0.00      0.00      0.00      34.74
                 4     -4.10     -2.32     0.00      0.00      0.00      -0.00
           3     3     21.32      4.73     0.00      0.00      0.00      70.97
                 4    -21.32     -4.73     0.00      0.00      0.00       0.00
   ************** END OF LATEST ANALYSIS RESULT **************
    45. PRINT SUPPORT REACTION LIST 1 4
  SUPPORT  REACTION LIST     1        
      PORTAL FRAME                                             -- PAGE NO.    6
   SUPPORT REACTIONS -UNIT KIP  FEET    STRUCTURE TYPE = PLANE
   -----------------
 JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
      1    1      3.99     23.18      0.00      0.00      0.00    -11.48
           2     -7.68     -4.10      0.00      0.00      0.00     67.93
           3     -2.77     14.30      0.00      0.00      0.00     42.34
      4    1     -3.99     24.32      0.00      0.00      0.00      0.00
           2     -2.32      4.10      0.00      0.00      0.00      0.00
           3     -4.73     21.32      0.00      0.00      0.00      0.00
   ************** END OF LATEST ANALYSIS RESULT **************
    46. LOAD LIST 1 3
    47. PARAMETER 1
    48. CODE AISC UNIFIED 2010
    49. FYLD 7200 ALL
    50. TRACK 2.0 MEMB 2 3
    51. UNB 10.0 MEMB 2 3
    52. UNT 10.0 MEMB 2 3
    53. SELECT MEMBER 2 3
 STEEL DESIGN    
      PORTAL FRAME                                             -- PAGE NO.    7
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
       2 ST   W10X22                   (AISC SECTIONS)
                           PASS   Eq. H1-1b            0.967         1
                        3.99 C          0.00         -70.55        9.50
|-----------------------------------------------------------------------|
| SLENDERNESS                                                           |
| Actual Slenderness Ratio    :     53.500  L/C  :     3                |
| Allowable Slenderness Ratio :    200.000  LOC  :     0.00             |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS                                                       |
| Critical L/C  :      1    Ratio     :     0.967(PASS)                 |
|          Loc  :    9.50   Condition :   Eq. H1-1b                     |
|-----------------------------------------------------------------------|
| DESIGN FORCES                                                         |
| Fx:   3.992E+00(C ) Fy:  -5.738E-01     Fz:   0.000E+00               |
| Mx:   0.000E+00     My:   0.000E+00     Mz:  -7.055E+01               |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES  (UNIT: INCH)                                      |
| Azz:   4.140E+00     Ayy:   2.448E+00     Cw:  2.760E+02              |
| Szz:   0.000E+00     Syy:   0.000E+00                                 |
| Izz:   1.180E+02     Iyy:   1.140E+01     Ix:  2.390E-01              |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                   |
| Fyld:        7199.999   Fu:        8639.999                           |
|-----------------------------------------------------------------------|
| Actual Member Length:        19.000                                   |
| Design Parameters                                                     |
| Kz:    1.00 Ky:    1.00 NSF:    1.00 SLF:    1.00 CSP:   12.00        |
|-----------------------------------------------------------------------|
| SECTION CLASS  UNSTIFFENED /     λ       λp      λr        CASE       |
|                STIFFENED                                              |
| Compression :  Non-Slender     7.99     N/A     13.49    T.B4.1(a)-1  |
|                Non-Slender    35.37     N/A     35.88    T.B4.1(a)-5  |
| Flexure     :  Compact         7.99     9.15    24.08    T.B4.1(b)-10 |
|                Compact        35.37    90.55   137.27    T.B4.1(b)-15 |
      PORTAL FRAME                                             -- PAGE NO.    8
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION                                               |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Yield       0.00E+00   2.92E+02   0.000      Eq. D2-1      1     0.00 |
| Rupture     0.00E+00   2.92E+02   0.000      Eq. D2-2      1     0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION                                           |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Maj Buck    4.73E+00   2.37E+02   0.020      Eq. E3-1      3     0.00 |
| Min Buck    4.73E+00   4.95E+01   0.095      Eq. E3-1      3     0.00 |
| Flexural                                                              |
| Tor Buck    4.73E+00   1.53E+02   0.031      Eq. E4-1      3     0.00 |
| Intermediate                                                          |
| Results     Eff Area     KL/r      Fcr        Fe         Pn           |
| Maj Buck    4.51E-02    53.47   5.84E+03   1.44E+04   2.63E+02        |
| Min Buck    4.51E-02   172.03   1.22E+03   1.39E+03   5.50E+01        |
| Flexural       Ag       Fcr        Pn                                 |
| Tor Buck    4.51E-02   3.77E+03   1.70E+02                            |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR                                                       |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Local-Z     0.00E+00   1.12E+02   0.000      Eq. G2-1      1     0.00 |
| Local-Y    -2.43E+01   7.34E+01   0.331      Eq. G2-1      1    19.00 |
| Intermediate                                                          |
| Results        Aw        Cv       Kv      h/tw      Vn                |
| Local-Z     2.88E-02     1.00     1.20     7.99   1.24E+02            |
| Local-Y     1.70E-02     1.00     0.00    35.37   7.34E+01            |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING                                            |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major       7.05E+01   9.75E+01   0.724      Eq. F2-1      1     9.50 |
| Minor       0.00E+00   2.29E+01   0.000      Eq. F6-1      1     0.00 |
| Intermediate   Mn        My                                           |
| Major       1.08E+02   0.00E+00                                       |
| Minor       2.54E+01   0.00E+00                                       |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING                          |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major       7.05E+01   7.62E+01   0.926      Eq. F2-2      1     9.50 |
| Intermediate   Mn        Me        Cb      Lp       Lr       Lb       |
| Major       8.46E+01   0.00E+00    1.00     4.68    13.84    10.00    |
      PORTAL FRAME                                             -- PAGE NO.    9
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION                               |
|                       RATIO      CRITERIA    L/C     LOC              |
| Flexure Comp          0.967      Eq. H1-1b     1     9.50             |
| Flexure Tens          0.926      Eq. H1-1b     1     9.50             |
| Intermediate         Mcx /      Mrx /      Pc /                       |
|                      Mcy        Mry        Pr                         |
| Flexure Comp         7.62E+01   7.05E+01   4.95E+01                   |
|                      2.29E+01   0.00E+00   3.99E+00                   |
| Flexure Tens         7.62E+01   7.05E+01   2.92E+02                   |
|                      2.29E+01   0.00E+00   0.00E+00                   |
|-----------------------------------------------------------------------|
| CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION              |
|                       RATIO      CRITERIA    L/C     LOC              |
| In-Plane Flx Comp     0.906      Eq. H1-1b     1     7.92             |
| Out Plane Flx Comp    0.923      Eq. H1-2      1     7.92             |
| Intermediate          Mr         Mc         Pr         Pc             |
| In-Plane Flx Comp    6.83E+01   7.62E+01   3.99E+00   2.37E+02        |
| Out Plane Flx Comp   6.83E+01   7.62E+01   3.99E+00   4.95E+01        |
|-----------------------------------------------------------------------|
      PORTAL FRAME                                             -- PAGE NO.   10
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
       3 ST   W10X26                   (AISC SECTIONS)
                           PASS   Eq. H1-2             0.863         3
                       21.32 C          0.00          70.97        0.00
|-----------------------------------------------------------------------|
| SLENDERNESS                                                           |
| Actual Slenderness Ratio    :     42.237  L/C  :     3                |
| Allowable Slenderness Ratio :    200.000  LOC  :     0.00             |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS                                                       |
| Critical L/C  :      3    Ratio     :     0.863(PASS)                 |
|          Loc  :    0.00   Condition :   Eq. H1-2                      |
|-----------------------------------------------------------------------|
| DESIGN FORCES                                                         |
| Fx:   2.132E+01(C ) Fy:   4.731E+00     Fz:   0.000E+00               |
| Mx:   0.000E+00     My:   0.000E+00     Mz:   7.097E+01               |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES  (UNIT: INCH)                                      |
| Azz:   5.078E+00     Ayy:   2.678E+00     Cw:  3.427E+02              |
| Szz:   0.000E+00     Syy:   0.000E+00                                 |
| Izz:   1.440E+02     Iyy:   1.410E+01     Ix:  4.020E-01              |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES                                                   |
| Fyld:        7199.999   Fu:        8639.999                           |
|-----------------------------------------------------------------------|
| Actual Member Length:        15.000                                   |
| Design Parameters                                                     |
| Kz:    1.00 Ky:    1.00 NSF:    1.00 SLF:    1.00 CSP:   12.00        |
|-----------------------------------------------------------------------|
| SECTION CLASS  UNSTIFFENED /     λ       λp      λr        CASE       |
|                STIFFENED                                              |
| Compression :  Non-Slender     6.56     N/A     13.49    T.B4.1(a)-1  |
|                Non-Slender    33.31     N/A     35.88    T.B4.1(a)-5  |
| Flexure     :  Compact         6.56     9.15    24.08    T.B4.1(b)-10 |
|                Compact        33.31    90.55   137.27    T.B4.1(b)-15 |
      PORTAL FRAME                                             -- PAGE NO.   11
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION                                               |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Yield       0.00E+00   3.42E+02   0.000      Eq. D2-1      1     0.00 |
| Rupture     0.00E+00   3.42E+02   0.000      Eq. D2-2      1     0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION                                           |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Maj Buck    2.43E+01   3.02E+02   0.081      Eq. E3-1      1     0.00 |
| Min Buck    2.43E+01   9.83E+01   0.247      Eq. E3-1      1     0.00 |
| Flexural                                                              |
| Tor Buck    2.43E+01   2.20E+02   0.110      Eq. E4-1      1     0.00 |
| Intermediate                                                          |
| Results     Eff Area     KL/r      Fcr        Fe         Pn           |
| Maj Buck    5.28E-02    41.38   6.35E+03   2.41E+04   3.36E+02        |
| Min Buck    5.28E-02   132.24   2.07E+03   2.36E+03   1.09E+02        |
| Flexural       Ag       Fcr        Pn                                 |
| Tor Buck    5.28E-02   4.63E+03   2.45E+02                            |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR                                                       |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Local-Z     0.00E+00   1.37E+02   0.000      Eq. G2-1      1     0.00 |
| Local-Y     4.73E+00   8.03E+01   0.059      Eq. G2-1      3     0.00 |
| Intermediate                                                          |
| Results        Aw        Cv       Kv      h/tw      Vn                |
| Local-Z     3.53E-02     1.00     1.20     6.56   1.52E+02            |
| Local-Y     1.86E-02     1.00     0.00    33.31   8.03E+01            |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING                                            |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major      -7.10E+01   1.17E+02   0.605      Eq. F2-1      3     0.00 |
| Minor       0.00E+00   2.81E+01   0.000      Eq. F6-1      1     0.00 |
| Intermediate   Mn        My                                           |
| Major       1.30E+02   0.00E+00                                       |
| Minor       3.13E+01   0.00E+00                                       |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING                          |
|                                                                       |
|              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
| Major      -7.10E+01   9.47E+01   0.749      Eq. F2-2      3     0.00 |
| Intermediate   Mn        Me        Cb      Lp       Lr       Lb       |
| Major       1.05E+02   0.00E+00    1.00     4.81    14.89    10.00    |
      PORTAL FRAME                                             -- PAGE NO.   12
                     STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD)   v1.4a
                     ***********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION                               |
|                       RATIO      CRITERIA    L/C     LOC              |
| Flexure Comp          0.341      Eq. H1-1a     1    12.50             |
| Flexure Tens          0.749      Eq. H1-1b     3     0.00             |
| Intermediate         Mcx /      Mrx /      Pc /                       |
|                      Mcy        Mry        Pr                         |
| Flexure Comp         9.47E+01  -9.98E+00   9.83E+01                   |
|                      2.81E+01   0.00E+00   2.43E+01                   |
| Flexure Tens         9.47E+01  -7.10E+01   3.42E+02                   |
|                      2.81E+01   0.00E+00   0.00E+00                   |
|-----------------------------------------------------------------------|
| CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION              |
|                       RATIO      CRITERIA    L/C     LOC              |
| In-Plane Flx Comp     0.784      Eq. H1-1b     3     0.00             |
| Out Plane Flx Comp    0.863      Eq. H1-2      3     0.00             |
| Intermediate          Mr         Mc         Pr         Pc             |
| In-Plane Flx Comp   -7.10E+01   9.47E+01   2.13E+01   3.02E+02        |
| Out Plane Flx Comp  -7.10E+01   9.47E+01   2.13E+01   9.83E+01        |
|-----------------------------------------------------------------------|
    54. PERFORM ANALYSIS
    ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. **
    55. PARAMETER 2
    56. TRACK 0 ALL
    57. CHECK CODE ALL
 STEEL DESIGN    
      PORTAL FRAME                                             -- PAGE NO.   13
                       STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
                       ********************************************
 ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
       1 ST   W12X35                   (AISC SECTIONS)
                           PASS   Sec. E1              0.138         1
                       23.63 C          0.00          -2.31        0.00
       2 ST   W10X22                   (AISC SECTIONS)
                           PASS   Eq. H1-1b            0.008         1
                        0.31 C          0.00        -121.24        9.50
       3 ST   W10X26                   (AISC SECTIONS)
                           PASS   Eq. H1-1b            0.008         3
                       23.41 C          0.00         111.32        0.00
    58. FINISH
             *********** END OF THE STAAD.Pro RUN ***********         
               **** DATE= APR 21,2020   TIME= 15:40: 5 ****
      PORTAL FRAME                                             -- PAGE NO.   14
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